Schöck Isokorb type Schöck Isokorb type Fig. 1: Schöck Isokorb type Schöck Isokorb type Suitable for cantilevered steel balconies and canopies. It transfers negative moments and positive shear forces. Schöck Isokorb types 20 and 1-VV transfer positive or negative moments and shear forces. 227
Schöck Isokorb type Element arrangement Installation cross sections Fig. 2: Schöck Isokorb type : Cantilever balcony Balcony Slab Balcony Slab Fig. 3: Schöck Isokorb type : Insulating element inside the core insulation; on-site adapter between the Isokorb and the balcony to enable flexible installation. Balcony Slab Fig. : Schöck Isokorb type : Connecting the cantilever fin with on-site adapter; Isokorb insulating element with optional additional insulating strip Balcony Slab Fig. 5: Schöck Isokorb type : With the aid of the floor extension, the insulating element ends flush with the wall insulation; the spacing at the edges must be taken into consideration. Fig. 6: Schöck Isokorb type : Connection of the steel member to an adapter that equalises the thickness of the outer insulation Balcony Slab Balcony Wall Fig. 7: Schöck Isokorb type 1: Special design based on the lateral force load ranges -V8 or -V10 Fig. 8: Schöck Isokorb type 1: Special construction for wall connection on the basis of the shear force bearing levels -V8 or -V10 for wall thicknesses from 200 mm 229
Schöck Isokorb type Product selection Type designations Special designs Design force direction Schöck Isokorb type : Variants The design of the Schöck Isokorb type can vary as follows: Load capacity: 1 or 20 Lateral force load range: Diameter of the V8 or V10 shear force rods on 1, V10 or V12 on 20 (e.g.: 20-V10), 1 with lateral force load range VV is available for absorbing negative (uplifting) shear forces Height: H = 180 mm to H = 280 mm, in 10 mm increments The heights are shown in 20 mm increments in this Technical Information to aid clear presentation. Please contact the design support department at Schöck for details of the other heights (H) in which the Isokorb type is available. Additional insulating strips (optional): +10 or +25 The additional insulating strip is available optionally in a height of 10 mm or 25 mm and is designated +10 or +25, respectively. It is applied beneath the insulating element of the Isokorb at the factory. installation aid variants The design of the Schöck installation aid can vary as follows: Load capacity: 1 or 20 The 1 H180-220 or 20 H180-220 installation aids are only available in installation height h = 200 mm, see page 239 for representation. It can be used to aid installation of H180 to H220 versions of the Schöck Isokorb type. Type designations in planning documents 1 - V8 - H180 Type/Load capacity Shear force variant Isokorb height 5 Special designs Please contact the design support department if you have connections that are not possible with the standard product variants shown in this information (contact details on page 3). Direction of forces M Rd,y V Rd,z V Rd,y y x z Fig. 9: Schöck Isokorb type : Direction of internal forces and moments 230
Schöck Isokorb type Design 5 Notes on design Potential applications for the Schöck Isokorb encompass floor and balcony slab structures with predominantly static and evenly distributed live loads as per BS EN 1991-1-1/NA, Table 6.1. Static evidence must be furnished for the components connecting to both sides of the Isokorb. A minimum of two Schöck Isokorbs type must be installed per balcony structure. The balcony structure must be designed in such a way to prevent torsion being transferred into an individual Isokorb. Schöck Isokorbs type are unable to transfer any torsion (i.e. any moment M Ed,x ). When using an indirect bearing solution for the Schöck Isokorb type, the structural engineer must provide evidence, in particular, of the load transfer in the reinforced concrete component. Design values are taken in relation to the rear edge of the fixing plate The nominal dimension c nom of the concrete cover as per EN 1992-1-1 (EC2),..1 and EN 1992-1-1/NA is 20 mm for internal areas. All Isokorb type variants can transfer positive shear forces. Types 1-VV, 20-V10 or 20-V12 must be selected for negative (uplifting) shear forces. When addressing the uplifting forces on steel balconies or canopies, two type -VV Isokorbs are often sufficient, even if the overall design requires further type s. Balcony Slab zi H l k Fig. 10: Schöck Isokorb type : Static system; design values relate to the cantilevered length l k Inner lever arm Schöck Isokorb type 1 20 Inner cantilever when Isokorb height H [mm] z i [mm] 180 113 108 200 133 128 220 153 18 20 173 168 260 193 188 280 213 208 231
Schöck Isokorb type Design Design with positive shear force and negative moment Schöck Isokorb type 1-V8, 1-VV 1-V10 Isokorb height H [mm] Design values with Concrete strength class C25/30 V Rd,z [kn/element] 10 20 30 30 0 5 M Rd,y [knm/element] 180-11.0-9.9-8.9-8.9-7.8-7.3 200-12.9-11.7-10. -10. -9.2-8.5 220-1.9-13. -12,0-12,0-10.5-9.8 20-16.8-15.2-13,6-13,6-11,9-11.1 260-18.7-16.9-15,1-15,1-13.3-12. 280-20.7-18.7-16.7-16.7-1.7-13,7 V Rd,y [kn/element] 180-280 ±2,5 ±,0 Design with negative shear force and positive moment Schöck Isokorb type Isokorb height H [mm] Design values with 1-VV Concrete strength class C25/30 M Rd,y [knm/element] 180 9.8 200 11.5 220 13.2 20 1.9 260 16.7 280 18. V Rd,z [kn/element] 180-280 -12.0 V Rd,y [kn/element] 180-280 ±2.5 Schöck Isokorb type 1-V8, 1-VV 1-V10 Isokorb length [mm] 180 180 Tension bars 2 1 2 1 Shear force bars 2 8 2 10 Pressure bearing / compression bars 2 1 2 1 Gewinde M16 M16 5 Notes on design The absorbable moment capacity M Rd,y is dictated by the applied shear forces V Rd,Z and V Rd,y. Intermediate values can be determined by linear interpolation or as described below. Extrapolation in the range of smaller shear force is not permissible. Type 1: M Rd,y = -[min (98.2 z i 10-3 ; (106.5 - cos 20 V Rd,z ) z i 10-3 ; (106.5 - cos 20 / sin 20 V Rd,y ) z i 10-3 )] [knm/element] z i = Internal lever arm [mm], see table on page 231; absorbable shear forces V Rd,z, V Rd,y [kn] The maximum design values for the individual lateral force load ranges must be observed: V8, VV:max. V Rd,z = 30.9 kn, max. V Rd,y = ±2.5 kn V10:max. V Rd,z = 8.3 kn, max. V Rd,y = ±.0 kn 232
Schöck Isokorb type Design Design with positive shear force and negative moment Schöck Isokorb type 20-V10 20-V12 Isokorb height H [mm] Design values with Concrete strength class C25/30 V Rd,z [kn/element] 25 35 5 5 55 65 M Rd,y [knm/element] 180-22,6-21,6-20,6-20,6-19,6-18,6 200-26,8-25,6-2, -2, -23,2-22,0 220-31,0-29,6-28,2-28,2-26,8-25. 20-35,2-33,6-32,1-32,1-30. -28,9 260-39, -37,6-35,9-35,9-3,1-32,3 280-3,6-1,6-39,7-39,7-37,7-35.7 V Rd,y [kn/element] 180-280 ±,0 ±6,5 Design with negative shear force and positive moment Schöck Isokorb type 20-V10 20-V12 Isokorb height H [mm] Design values with Concrete strength class C25/30 M Rd,y [knm/element] 180 11.7 11.0 200 13.8 13.0 220 16.0 15.0 20 18.1 17.0 260 20.3 19.1 280 22.5 21.1 V Rd,z [kn/element] 180-280 -12.0 V Rd,y [kn/element] 180-280 ±.0 ±6.5 Schöck Isokorb type 20-V10 20-V12 Isokorb length [mm] 180 180 Tension bars 2 20 2 20 Shear force bars 2 10 2 12 Compression bars 2 20 2 20 Gewinde M22 M22 5 Notes on design The absorbable moment capacity M Rd,y is dictated by the applied shear forces V Rd,Z and V Rd,y. Intermediate values can be determined by linear interpolation or as described below. Extrapolation in the range of smaller shear force is not permissible. Type 20: M Rd,y = -[min (210.2 z i 10-3 ; (232.9 - cos 20 V Rd,z ) z i 10-3 ; (232.9 - cos 20 / sin 20 V Rd,y ) z i 10-3 )] [knm/element] z i = Internal lever arm [mm], see table on page 231; absorbable shear forces V Rd,z, V Rd,y [kn] The maximum design values for the individual lateral force load ranges must be observed: V10:max. V Rd,z = 8.3 kn, max. V Rd,y = ±.0 kn V12:max. V Rd,z = 69.6 kn, max. V Rd,y = ±6.5 kn 233
Schöck Isokorb type Deflection/Camber Torsional spring stiffness Deflection The deflection values shown in the calculation tables result solely from the deformation of the Schöck Isokorb element. The final precamber of the balcony construction results from the calculation according to BS 8500, or according to EC 2, plus the precamber due to the Schöck Isokorb. The precamber of the balcony construction to be specified by the engineer in charge. Deformation (p) caused by the Schöck Isokorb p = tan α l k (M Ed,perm / M Rd ) 10 [mm] Factors to be incorporated: tan α = Insert value from table l k = Cantilever length [m] M Ed,perm = Relevant bending moment [knm] for determining the deformation p [mm] caused by the Schöck Isokorb. The structural engineer specifies the load combination to be used when calculating the deformation. (Recommendation: Load combination for calculating the camber according to EC2: M Ed,perm based on DL + 0.3 LL [knm] = Maximum rated moment [knm] of the Schöck Isokorb M Rd Sample calculation, see page 251 Balcony Slab zi H l k Fig. 11: Schöck Isokorb type : Static system; design values relate to the cantilevered length l k Schöck Isokorb type 1-V8 1-V10 1-VV 20-V10 20-V12 Deflection factors when tan α [%] Isokorb height H [mm] 180 0.8 0.7 1.2 1.5 1.5 200 0.7 0.6 1.0 1.3 1.2 220 0.6 0.5 0.9 1.1 1.1 20 0.5 0.5 0.8 1.0 0.9 260 0.5 0. 0.7 0.9 0.9 280 0. 0. 0.6 0.8 0.8 Spring values The spring values of the Schöck Isokorb must be considered for verifications in serviceability limit state. To the extent that an examination of the vibration behaviour of the steel structure to be connected is necessary, the additional deformation resulting from the Schöck Isokorb must be taken into consideration. Schöck Isokorb type 1-V8 1-V10 1-VV 20-V10 20-V12 Torsion springs when C [knm/rad] 180 1300 1300 800 1500 1500 200 1700 1700 1200 2000 2000 Isokorb height H [mm] 220 2300 2300 1500 2800 2800 20 3100 2700 2000 300 3600 260 3500 3800 2500 300 000 280 800 200 3200 5300 5000 23
Schöck Isokorb type Expansion joint spacing Maximum expansion joint spacing Expansion joints must be provided in the external component. Changes in length due to temperature deformation are determined by the maximum distance (e) from the centre of the outermost Schöck Isokorb type. The balcony structure may overhang the outermost Schöck Isokorb element. In the case of fixed points, such as corners, half the maximum distance (e) from the fixed point applies. The calculation of the permissible expansion joint spacing is based on a reinforced concrete balcony slab that is securely connected to the steel members. If design measures have been implemented to ensure there is movement between the balcony slab and the individual steel members, then only the distances of the non-moving connections are relevant, see detail. Slab Type e Expansion joint e Fig. 12: Schöck Isokorb type : Maximum expansion joint spacing e Slots Fig. 13: Schöck Isokorb type : Expansion joint detail to ensure movement during temperature expansion Schöck Isokorb type 1 20 Maximum expansion joint spacing when e [m] Insulating element thickness [mm] 80 5.7 3.5 235
Schöck Isokorb type Edge spacing Outer corner Edge and axis spacing The positioning of the Schöck Isokorb type must ensure compliance with minimum edge spaces relating to the inner reinforced concrete component and minimum axis spacing from one Isokorb to the next: 165 230 75 180 50 180 165 75 Fig. 1: Schöck Isokorb type : Axis spacing between elements and edges 5 Edge and axis spacing Please contact the design support department if you have connections that are not possible with the edge and axis spacing shown in this information (contact details on page 3). The load bearing capacity of type is reduced if the edge spaces or axis spacing are less than the minimum specification. Please contact the design support department at Schöck for the reduced design values. Height offset on outer corner On an outer corner, the Schöck Isokorbs type must be arranged at offset heights. This will allow the tension, compression and shear force rods to overlap, To help achieve this, 20 mm insulation strips can be added directly beneath and directly above the insulating element of the Schöck Isokorb type on site. 1 20 1 2 180 20 1 h H H 180 20 Inner slab edge 2 2 Fig. 15: Schöck Isokorb type : Outer corner Fig. 16: Schöck Isokorb type : Layout with offset heights 5 Outer corner The corner solution using type requires a slab thickness of h 200 mm! When building a corner balcony, care must be taken to ensure that the 20 mm height difference in the corner is also reflected in the on-site front slabs! Compliance with the axis spacing between elements and edges as specified for the Schöck Isokorb type must be assured. 236
Schöck Isokorb type Installation accuracy Slab Fig. 17: Schöck Isokorb type : Twisted and displaced elements that were poorly secured while the concrete was being poured Slab Fig. 18: Schöck Isokorb type : Reliable and correct setting while pouring the concrete ensures the tolerance accuracy is maintained. Since the Schöck Isokorb type creates an interface between a steel component and a reinforced concrete component, the issue of tolerance is particularly important when installing type. DIN 18202:2013-0 Tolerances in building construction must be observed in this respect! It specifies the crucial inclusion of limit deviations relating to the necessary installation position of the Schöck Isokorb type. A method of work must be agreed between project engineer, concrete contractor and steel fabricator to ensure acceptable tolerances are met. Consideration should be given to the limitations of the steel fabricator s ability to overcome excessive dimensional differances, without undertaking extra work. 237
Schöck Isokorb type Installation accuracy Adjusting the height of the steel member: 5 (10) 10 (20) Fig. 19: Schöck Isokorb type : Adding design shims on the load plate will raise the fixing plate and bring the centre of the vertical slots in line with the axes of the thread bolts on the type ; using this as a starting level will allow vertical tolerance of up to ±10 mm Connection with on-site adapter Stub bracket, by others On-site butt stop Spacer shim Slab Formwork, by others Vertical slots Horizontal slots Additional insulating strip (optional) Fig. 20: Schöck Isokorb type : Cantilever fin connection with on-site adapter enables tolerances in vertical and horizontal directions to help overcome dimensional deviations of the reinforced concrete structure; spacer shims are included with the Isokorb 5 Information on installation accuracy Design constraints allow a vertical tolerance with the Schöck Isokorb type. The requisite spacer shims are included with the product. Horizontal limit deviations for the separation of the type axes must be specified, as must the limit deviations from the alignment. Torsional limits must also be specified. The use of a template developed on site is highly recommended to ensure dimensionally accurate installation and the correct sitting of the type during the concrete pouring process. The construction supervisor is responsible for checking the agreed installation accuracy of the type in good time! 238
Schöck Isokorb type Installation accuracy Installation aid (optional) An installation aid is optionally available from Schöck to improve installation accuracy. Fig. 21: Schöck Isokorb type : Representation with installation aid Fig. 22: Schöck Isokorb type : Installation aid installed in reverse to enable gapless insulation of the slab edge on monolithic walls. The optional installation aid for the Schöck Isokorb type is factory assembled from a timber board and two square timbers. It holds the Isokorb securely in place before and while pouring the concrete. When using the aid in positive position (see Fig. above left), it is matched to standard 22 mm formwork. If using formwork of a different thickness, the installation aid needs to be modified on site. 5 Notes on the installation aid The installation aid is available in two different versions. A 200 mm high installation aid is available for each type 1 and 20 for installing H180 to H220 versions of the Isokorb. Please contact your regional manager if you have questions regarding the installation of the Schöck Isokorb. They can also help directly on site if the installation conditions are difficult (contact: www.schoeck.co.uk/en_gb/regional-sales-manager). The Schöck installation aid and the on-site formwork can be combined to form templates that ensure the dimensionally accurate installation of the Isokorb type. 239
Schöck Isokorb type Product description 180 32.5 115 32.5 70 M16 2 1 2 8 15 80 65 66 212-22 567-596 775 Fig. 23: Schöck Isokorb type 1-V8: Plan view 180 32.5 115 32.5 70 M16 15 80 Fig. 2: Schöck Isokorb type 1-VV: Plan view 180 32.5 115 32.5 70 M22 66 567-596 15 80 77 713-71 2 8 1 925 775 2 10 20 1550 Fig. 25: Schöck Isokorb type 20-V10: Plan view 5 Product information The clamping distance is 30 mm on type 1 and 35 mm on type 20. 20
Schöck Isokorb type Product description 0 H - 67 27 10/25 180 to 280 20 11 55 16 15 80 65 66 20 Additional insulating strip (optional) Fig. 26: Schöck Isokorb type 1: Product cross section; 10 mm or 25 mm additional insulating strip is optional 180 to 280 10/25 27 0 H - 67 11 55 16 15 80 66 33 20 Additional insulating strip (optional) Fig. 27: Schöck Isokorb type 1-VV: Product cross section; 10 mm or 25 mm additional insulating strip is optional 10/25 36 H - 72 36 180 to 280 11 55 26 21 15 80 72 26 Additional insulating strip (optional) Fig. 28: Schöck Isokorb type 20: Product cross section; 10 mm or 25 mm additional insulating strip is optional 5 Product information The clamping distance is 30 mm on type 1 and 35 mm on type 20. 21
Schöck Isokorb type On-site fire resistance Fire protection On-site fire-resistant coating t E On-site fire-resistant cladding Slab t t On-site fire-resistant coating On-site fire-resistant cladding 180-280 Slab 180-280 Steel structure Soft joint Steel structure Soft joint 10 Fig. 29: Schöck Isokorb type : On-site fire-resistant cladding of the connection when using steel structures with fire-resistant coating: Cross section Fig. 30: Schöck Isokorb type : On-site fire-resistant cladding of the connection when using steel structures with fire-resistant coating Fire-resistant cladding of the Schöck Isokorb must be planned and installed on site. The same on-site fire safety measures apply as for the overall load-bearing structure. 22
Schöck Isokorb type On-site reinforcement - In-situ concrete construction Schöck Isokorb type 1 Pos. 1 Pos. 2 Pos. 1 Fig. 31: Schöck Isokorb type 1: On-site reinforcement: Cross section Pos. 1 Pos. 2 Fig. 32: Schöck Isokorb type 1: On-site reinforcement: Plan view Schöck Isokorb type On-site reinforcement Pos. 1 Lapping reinforcement Type of bearing Height H [mm] 1 Floor slab (XC1) concrete grade C25/30 Balcony steel structure Pos. 1 direct/indirect 180-280 2 H16 Pos. 2 Edge and splitting tension reinforcement Pos. 2 direct/indirect 180-280 included with the product 5 Information about on-site reinforcement Lapping of the reinforcement in the connecting reinforced concrete components must be applied as close as possible to the insulating element of the Schöck Isokorb, the required concrete cover must be observed. Overlapping joints as per EN 1992-1-1 (EC2) and EN 1992-1-1/NA. Type 1 requires installation of transverse reinforcement as per EN 1992-1-1 (EC2) and EN 1992-1-1/NA. 23
Schöck Isokorb type On-site reinforcement - In-situ concrete construction Schöck Isokorb type 1-VV Pos. 1 Pos. 2 Pos. 1 Pos. 2 Fig. 33: Schöck Isokorb type 1-VV: On-site reinforcement: Cross section Pos. 1 Pos. 2 Pos. 1 Pos. 2 Fig. 3: Schöck Isokorb type 1-VV: On-site reinforcement: Plan view Schöck Isokorb type On-site reinforcement Pos. 1 Lapping reinforcement Type of bearing Height H [mm] 1-VV Floor slab (XC1) concrete grade C25/30 Balcony steel structure Pos. 1 direct/indirect 180-280 2 H16 Pos. 2 Overlapping reinforcement Pos. 2 direct/indirect 180-280 necessary in the tension zone, as specified by the structural engineer 5 Information about on-site reinforcement Type 1-VV: In the case of exposure to uplifting loads (+M Ed ), as planned, an overlapping joint with the lower Isokorb reinforcement may be necessary to cover the tensile force curve. The structural engineer must indicate whether this overlapping reinforcement is required. 2
Schöck Isokorb type On-site reinforcement - In-situ concrete construction Schöck Isokorb type 20 150 0 Pos. 1 H Pos. 3 150 0 Pos. 2 Pos. 1 Pos. 2 Pos. 3 35: Schöck Isokorb type 20: On-site reinforcement; section Pos. 3 Pos. 1 Pos. 3 Pos. 2 1270 Pos. 1 Pos. 2 36: Schöck Isokorb type 20: On-site reinforcement: Plan view Schöck Isokorb type On-site reinforcement Pos. 1 Lapping reinforcement Type of bearing Height H [mm] 20 Floor slab (XC1) concrete grade C25/30 Balcony steel structure Pos. 1 direct/indirect 180-280 H16 Pos. 2 Overlapping reinforcement Pos. 2 direct/indirect 180-280 necessary in the tension zone, as specified by the structural engineer Pos. 3 Transverse reinforcement Pos. 3 direct/indirect 180-280 H10 5 Information about on-site reinforcement Type 20: In the case of exposure to uplifting loads (+M Ed ), as planned, an overlapping joint with the lower Isokorb reinforcement may be necessary to cover the tensile force curve. The structural engineer must indicate whether this overlapping reinforcement is required. Pos. 3: The location and the given centre distance of the reinforcement must be assured. Transverse reinforcement provided for other reasons can be taken into account. 25
Schöck Isokorb type On-site reinforcement - Precast construction Schöck Isokorb type 1 Pos. 1 Pos. 2 100 Pos. 1 Fig. 37: Schöck Isokorb type 1: On-site reinforcement for semi-precast construction: Cross section Pos. 1 300 Pos. 2 100 Fig. 38: Schöck Isokorb type 1: On-site reinforcement for semi-precast construction: Plan view Schöck Isokorb type On-site reinforcement Pos. 1 Lapping reinforcement Type of bearing Height H [mm] 1 Floor slab (XC1) concrete grade C25/30 Balcony steel structure Pos. 1 direct/indirect 180-280 2 H16 Pos. 2 Edge and splitting tension reinforcement Pos. 2 direct/indirect 180-280 included with the product, alternative version with on-site stirrups 2 H8 5 Information about on-site reinforcement Type 1 requires installation of transverse reinforcement as per EN 1992-1-1 (EC2) and EN 1992-1-1/NA. If composite pre-cast flooring is being installed, the lower legs of the factory-supplied links can be shortened on site and replaced with two suitable 8 stirrups. 26
Schöck Isokorb type Fixing Plate 1 for transferring moment and positive shear force H 55 70 55 32.5 115 32.5 M16 27 H - 67 0 Weld tight 70 18 120 26 28 (38) 18 115 28 (38) 17 0 H - 152 (H - 162) t 1 t 30 15 6 Weld tight 6 Fig. 39: Schöck Isokorb type 1: Design of the fixing plate connection 1-VV for transferring moment and positive or negative shear force H 70 115 M16 27 H - 67 0 Weld tight 70 120 26 115 18 18 28 Fig. 0: Schöck Isokorb type 1-VV: Design of the front slab connection; round holes for transferring negative shear force 18 17 0 H - 152 Weld tight t 1 t 30 The choice of fixing plate thickness t is determined by the minimum thickness t 1 as specified by the structural engineer. This thickness must not, however, be greater than the clamping distance of the Schöck Isokorb type. 5 Fixing Plate The illustrated elongated holes allow an uplifting of the endplate of up to 10 mm. The values shown in brackets allow to increase the tolerances of up to 20 mm. The distance of the elongated holes to the flange of the beam has to be checked. If uplifting loads occur as planned, the lower section of the fixing plate must have round holes (rather than slots). This will result in reduction of the vertical tolerance. If horizontal forces V Ed,y > 0,32 min. V Ed,z parallel to the insulation joint occur, the lower section of the fixing plate must also be modified with round holes instead of slots to ensure load transfer. The structural engineer must specify the overall dimensions of the fixing plate The construction drawing must contain the tightening torque for the nuts, which is specified as follows: 1 (threaded rod 16): M r = 50 Nm The Schöck Isokorb embedded in concrete are to be measured in-situ before the front slabs are produced. 6 15 6 27
Schöck Isokorb type Fixing Plate 20 for transferring moment and positive shear force H 55 70 55 M22 36 H - 72 70 120 2 3 () 0 H - 163,5 (H - 173,5) t 1 t 35 15 32.5 115 32.5 36 Weld tight 29.5 115 2 3 () 17.5 Weld tight 6 6 Fig. 1: Schöck Isokorb type 20: Design of the fixing plate connection 20 for transferring moment and positive or negative shear force 55 70 55 70 t 1 t 35 36 2 3 H - 163.5 H M22 H - 72 120 0 15 6 32.5 115 32.5 36 Weld tight Fig. 2: Schöck Isokorb type 20: Design of the fixing plate connection; round holes for transferring negative shear force 29.5 115 2 2 17.5 Weld tight The choice of fixing plate thickness t is determined by the minimum thickness t 1 as specified by the structural engineer. This thickness must not, however, be greater than the clamping distance of the Schöck Isokorb type. 5 Fixing Plate The illustrated elongated holes allow an uplifting of the endplate of up to 10 mm. The values shown in brackets allow to increase the tolerances of up to 20 mm. The distance of the elongated holes to the flange of the beam has to be checked. If uplifting loads occur as planned, the lower section of the fixing plate must have round holes (rather than slots). This will result in reduction of the vertical tolerance. If horizontal forces V Ed,y > 0,32 min. V Ed,z parallel to the insulation joint occur, the lower section of the fixing plate must also be modified with round holes instead of slots to ensure load transfer. The structural engineer must specify the overall dimensions of the fixing plate The construction drawing must contain the tightening torque for the nuts, which is specified as follows: 20 (threaded rod 22): M r = 80 Nm The Schöck Isokorb embedded in concrete are to be measured in-situ before the front slabs are produced. Schöck Isokorb type 20-H180: A maximum of 10 mm tolerance is possible for the height adjustment. Relevant is the distance of the upper elongated holes to the on-site butt stop. 6 28
Schöck Isokorb type On-site butt stop On-site butt stop The on-site butt stop is absolutely crucial for transferring shear forces from the on-site front slab to the Isokorb type! The spacer shims supplied by Schöck are used for vertical adjustment between butt stop and Schöck Isokorb. On-site butt stop to transfer positiv shear forces. On-site butt stop 0 15 Fig. 3: Schöck Isokorb type : Mounting the steel member Positive shear force On-site butt stop Spacer shim Load plate Fig. : Schöck Isokorb type : On-site butt stop for transferring shear forces 5 On-site butt stop Type of steel to match static requirements. Apply corrosion protection after welding. Steel construction: Checking for dimensional inaccuracy of the structure prior to fabrication is absolutely essential! 5 Spacer shims Dimension and material see page 226 During installation look after planeness. 29
Schöck Isokorb type Design example Type Slab Balcony Slab zi H l k 1.75 m Fig. 6: Schöck Isokorb Typ : Structural system a a.50 m Fig. 5: Schöck Isokorb type : Plan view Static system and load assumptions Geometry: Cantilever length l k = 1.5 m Balcony width b =.50 m Thickness of reinforced concrete inner slab h = 200 mm Axis spacing of the connections as chosen for the design a = 0.7 m Load assumptions: Self-weight with lightweight finish g = 0.6 kn/m 2 Live load q =.0 kn/m 2 Self-weight of railing F G = 0.75 kn/m Horizontal load on railing at rail height 1.0 m H G = 0.5 kn/m Exposure class: XC 1 on the inside chosen: Concrete grade C20/25 for the floor slab Concrete cover c v = 20 mm for Isokorb tension rods Connection geometry: Floor slab bearing: Balcony bearing: No height offset, no inner slab joist on slab edge, no balcony upstand Slab edge: directly supported Cantilever fins clamped with type Proof of limits of load-bearing capacity (moment stress and shear force) Member forces: M Ed = -[(γ G g B +γ Q q) l k2 /2 a + γ G F G a l k + γ Q ψ 0 H G 1.0 a] M Ed = -[(1.35 0.6 + 1.5.0) 1.75²/2 0.7 + 1.35 0.75 0.7 1.75 + 1.5 0.7 0.5 1.0 0.7] = 8.9 knm V Ed = (γ G g B +γ Q q) a l k + γ G F G a V Ed = (1.35 0.6 + 1.5.0) 0.7 1.75 + 1.35 0.75 0.7 = +9.1 kn Requisite number of connections: n = (b/a) + 1 = 7. = 8 connections Axis separation of the connections: ((.50-0.18)/7) = 0.617 m, where beam width = width of Schöck Isokorb = 0.18 m chosen: 8x Schöck Isokorbs type 1-V8-H200 M Rd = -12.9 knm > M Ed = -8.9 knm = +10,0 kn (see page 232) > V Ed = +9,1 kn V Rd 250
Schöck Isokorb type Design example Proof in serviceability limit state (deformation/camber) Deformation factor: tan α = 0.7 (from table, see page 23) chosen load combination: g + 0.3 q (Recommendation for calculating the Schöck Isokorb camber) Calculate M Ed,GZG in serviceability limit state M Ed,GZG = [(g B + ψ 2,i q) l 2 k /2 a + F G a l k + ψ 2,i H G 1.0 a] M Ed,GZG = [(0.6 + 0.3.0) 1.75 2 /2 0.7 + 0.75 0.7 1.75 + 0.3 0.5 1.0 0.7]= 2.95 knm Deformation: w ü = [tan α l k (M Ed,GZG /M Rd )] 10 [mm] w ü = [0.7 1.75 (-2.95/-12.9)] 10 = 3 mm Expansion joint layout Balcony length:.50 m < 5.70 m => no expansion joints needed 251
Schöck Isokorb type Method statement type 1, XT1 for concrete frame contractor 39 mm 1 5 2 6 l0 2 H16 3A 3B 3C 3D 7 8 9 252
Schöck Isokorb type Method statement type 1, XT1 for steel fabricator 10 M 16: Mr = 50 Nm 15 12 16 11 17 13 1 253
Schöck Isokorb type Method statement type 1-VV, XT1-VV for concrete frame contractor 1 6 7 A B l0 2 2 H16 A1 3A 3B A2 3C 3D l0 800 mm 2 H16 B1 B2 5 8 39 mm 25
Schöck Isokorb type Method statement type 1-VV, XT1-VV for steel fabricator 9 M 16: Mr = 50 Nm 1 11 15 10 16 12 13 255
Schöck Isokorb type Method statement type 20, XT20 for concrete frame contractor 21x 1 6 7 A B 21 H8@60 h-0 mm h 2 180 mm H16 A1 l0 3A 3B A2 3C 3D 6 H8@60 15 H8@60 100 mm h-0 h 180 mm 10 mm H16 B1 l0 B2 39 mm 5 256
Schöck Isokorb type Method statement type 20, XT20 for steel fabricator 8 13 10 M 22: Mr = 80 Nm 1 9 15 11 16 12 257
Schöck Isokorb type 3 Check list Check list for structural engineers Have the loads on the Schöck Isokorb connection been specified at design level? Have the fire protection requirements for the overall load-bearing structure been clarified? Are the on-site measures included in the construction drawings? Is the Schöck Isokorb connection exposed to uplifting shear forces in conjunction with positive connection moments? Does a connection to a wall or with height offset necessitate the use of Isokorb type -WU instead of type (see page 229) or another special design? When calculating the deflection of the overall structure, has the camber caused by Schöck Isokorb been taken into account? Are temperature deformations directly attributed to the Isokorb connection and has the maximum expansion joint spacing been taken into consideration in this respect? Is compliance with the conditions and dimensions of the on-site fixing plate assured? Do the construction drawings contain sufficient reference to the essential on-site butt stop? Have the requirements for on-site reinforcement of connections been defined in each case? Has reasonable agreement been reached between the concrete and steel contractors with regard to the accuracy of installation of the Isokorb type to be achieved by the concrete contractor? Has the information about the required installation accuracy been incorporated into the concrete frame designs for the construction supervisor and concrete contractor construction documents? Are the tightening torques for the screwed connections noted in the construction drawings? Check list for concrete contractor Does a formwork concept exist for developing an on-site template for installing the Isokorb? Is Schöck s installation aid required to ensure best possible correct sitting and alignment of the Isokorb? Are you in contact with the steel fabricator to discuss the required accuracy of the Isokorb installation? Has the required in-situ reinforcement for the Isokorb been put in place? Check list for steel fabricators Has the position of the installed Isokorb in the building structure been measured to determine the height of the on-site butt stop? Do the fixing plates of the adapters contain the necessary vertical/horizontal slots for on-site tolerance? Is the on-site butt stop present on the fixing plate for connecting the steel member to the Isokorb? Has the gradient of the steel member been adjusted to incorporate the water drainage direction? Has the necessary tightening moment for the nuts on the Isokorb been taken into consideration? 1 (M16 thread): Mr = 50 Nm 20 (M22 thread): Mr = 80 Nm 258